HomeMy WebLinkAboutBLD2010-00338 • •
CERTIFICATE OF OCCUPANCY
Jefferson County Department of Community Development
621 Sheridan Street Port Townsend, WA 98368
(360)379-4450 FAX (360)379-4451 (800) 831-2678
Al Scalf, Building Official
PERMIT #: BLD10-00338
SITE ADDRESS: 702 ADELMA BEACH RD Issue Date: 03/8/2011
PORT TOWNSEND, 98368 Final Date: 9/21/2011
APPLICANT: LAURA C SOUTHMAYD PHONE: 360-385-1387
702 ADELMA BEACH RD
PORT TOWNSEND WA 983689282
SUBDIVISION: Block: Lot: T 29
PARCEL NUMBER: 901051021 Section: 5 Township: 29 N Range: 01 W
PROJECT DESCRIPTION: NSFR TO REPLACE EXISTING SFR
THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE BUILDING CODE 2009
EDITION.
OCCUPANCY GROUP: R-3
TYPE OF CONSTRUCTION: 5N
SPRINKLER SYSTEM yes t no
THE PROJECT PASSED ITS FINAL INSPECTION AND RECEIVED FINAL SIGN OFF ON9/21/2011
I:\F_BLD_Occupancy.rpt 10/29/19
• BUILDING PERMIT
Jefferson County Department of Community Development
621 Sheridan Street, Port Townsend, WA 98368
(360)379-4450 FAX (360)379-4451
PERMIT #: BLD10-00338 Received Date: 9/22/2010
SITE ADDRESS: 702 ADELMA BEACH RD Issue Date 3/8/2011
PORT TOWNSEND, 98368 Expiration Date 3/8/2012
OWNER: LAURA C SOUTHMAYD PHONE: 360-385-1387
702 ADELMA BEACH RD
PORT TOWNSEND WA 983689282
SUBDIVISION: Block: Lot: T 29
PARCEL NUMBER: 901051021 Section: 5 Township: 29 N Range: 01 W
CONTRACTOR: CRANSTON CONSTRUCTION PHONE: 379-2730
2757 HOLCOMB ST
PORT TOWNSEND WA 98368
Contractor's License CRANSCC070J7 Expires 4/24/2012
PROJECT DESCRIPTION: NSFR TO REPLACE EXISTING SFR
TYPE OF WORK RES SQUARE FOOTAGE:
TYPE OF IMP NEW MAIN: 832
VALUATION 68,373.00 ADD'L: HEAT TYPE EEE
CODE EDITION: 2009 HEAT BASE: HEAT TYPE:
OCCUPANCY. R-3 UNHEATED: #OF STORIES:
OCCUPANCY:
OTHER:
CONST TYPE: 5N GARAGE: SHORELINE:
CONST TYPE: DECK: 320 SETBACK:
BANK HEIGHT:
SEWAGE DISPOSAL: ALT
WATER SYSTEM: PUD Type Amount Paid By: Date: Receipt:
BEDROOMS: BATHROOMS: Permit $776.75 LYK 09/22/10 120118
Exist: 0 Exist: 0 Plan Check $504.89 LYK 09/22/10 120118
Prop: 2 Prop: 1 State Building Code $4.50 LYK 09/22/10 120118
Total: 2 Total: 1 Total: $1,286.14
Directions to Site:
HEALTH DEPARTMENT AND PUBLIC WORKS APPROVAL REQUIRED PRIOR TO FINAL INSPECTION
THIS PERMIT IS VALID FOR ONE YEAR OR IT MUST BE PROPERLY RENEWED
BUILDING INSPECTION HOT-LINE 379-4455.
Request must be received by 7 am the day the inspection is needed.
Office Hours 9:00 am -4:30 pm MONDAY - THURSDAY
HOT LINE AVAILABLE 24 HOURS A DAY
SPECIAL CONDITIONS APPLY-SEE ATTATCHEC
0
Jefferson County Building Division Permit Numb BLD10-00338
Applicant: SOUTHMAYD
BUILDING PERMIT INSPECTION APPROVALS applicable Code: 2009 International Building Codes
To schedule inspections, call (360)379-4455 no later than 7:00 AM the day of the inspection.
Requests received after 7:00 AM will not be scheduled for that day's inspections.
ELECTRICAL PERMITS are issued by the Washington State Department of Labor& Industries.
The electrical permit must be signed off by the State Inspector prior to the County's Framing Inspection
Inspection Item Date Approval Signature Notes
Setbacks ()_ I k
Erosion Control
Foundation Footing 1)49`"1( letter from Geo. Engineer must be provided prior to footing approval
approving site prep. as per geo ecommeonndation pg. 8 of gco roport.
RTB-� z1- I .. Cc (V?-k- ( lerb
Footing Drains 511 - 1 i Foundation Stem Wall frAo--1 I i21---'
A
Underground Plumbing
Under Floor Framing S _1 ._/
Straps(hold downs) _Ili
Ext. Shear Wall Nailing S1Zs //
Rough-in Plumbing i
Cs —IS — Ic -
Framing ^IS_i1 1.
Blocking
Airseal G,(c—"1
Insulation:Walls
Insulation: Floors / '—I a
rfiNP
Insulation: Ceiling {p--11-1. i.
Int. Shear Wall Nailing
Wallboard Nailing 2l I(( ).`
Gas Line: Interior T 12-0
P-
Gas Line: Exterior
Propane Tank
Heat/Chimney Clearance
Drywell/Alt Drainage SEE CONDITION #1 (DRY WELL)
Address Posted q . ., I1
, 1
() - ' PnfJ? , c AQo
FINAL INSPECTION I 20 II
LC?r A w In e -cr P,_P6S at w 1,1 NrS t Id c,r
FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED
THIS PERMIT IS VALID FOR ONE YEAR
i •
CONDITIONS for Building Permit# :BLD10-00338
1.) 2005 DOE STORMWATER MANUAL DRYWELL DESIGN CRITERIA
ALL INFILTRATION SYSTEMS SHOULD BE AT LEAST 10 FEET FROM ANY
STRUCTURE, PROPERTY LINE, OR SENSITIVE AREA.
FOR SITE WITH SEPTIC SYSTEMS, INFILTRATION SYSTEMS MUST BE
DOWNGRADIENT OF THE DRAINFIELD UNLESS THE SITE TOPOGRAPHY CLEARLY
PROHIBITS SUBSURFACE FLOWS FROM INTERSECTING THE DRAINFIELD.
DRYWELL BOTTOMS MUST BE A MINIMUM OF 1 FOOT ABOVE SEASONAL HIGH
GROUNDWATER LEVEL OR IMPERMEABLE SOIL LAYERS.
EACH DRYWELL MAY SERVE UP TO 1000 SQUARE FEET OF IMPERVIOUS
SURFACE FOR EITHER MEDIUM SANDS OR COURSE SANDS.
TYPICALLY DRYWELLS ARE 48 INCHES IN DIAMETER (MINIMUM) AND HAVE A
DEPTH OF 5 FEET (4 FEET OF GRAVEL AND 1 FOOT OF SUITABLE COVER
MATERIAL).
FILTER FABRIC (GEOTEXTILE) MUST BE PLACED ON TOP OF THE DRAIN ROCK
AND ON TRENCH OR DRYWELL SIDES PRIOR TO BACKFILLING.
SPACING BETWEEN DRYWELLS MUST BE A MINIMUM OF 4 FEET.
2.) SEP10-7 MUST BE FINALED PRIOR TO HOME BLD FINAL
3.) To help prevent seawater from intruding landward into underground aquifers, all new
development activity on Marrowstone Island, Indian Island and within 1/4 mile of any
marine shoreline shall be required to infiltrate all stormwater runoff onsite.
4.) VOLUNTARY MEASURES OF COASTAL &AT RISK SIPZ:
Water conservation measures:
1. Roof and other intercepted precipitation shall be routed to on-site detention ponds
and/or other approved means and allowed to be released to the soil slowly.
2. Water collected from Storm water and roof catchments may be used for watering
lawns and gardens. Unless catchment water has been treated to meet drinking water
standards, there shall be no cross connections allowed between the potable supply and
impounded water.
3. Water withdrawn from wells on each property shall not be used for watering of lawns
and/or gardens.
4. Ground water withdrawn from each property shall be restricted to a rate of three (3)
gallons per minute.
5. Installation of water conserving fixtures such as low flow toilets, faucets and shower
restrictors and other water saving plumbing fixtures.
6. Landscaping plan (xeriscaping, native vegetation with minimal amounts of irrigation).
Please NOTE that the above listed measures are not intended to be exhaustive, but rather
is intended to be illustrative of the types of water conservation measures.
5.) MANDATORY MEASURES FOR COASTAL SIPZ:
1. For proof of potable water on a building permit application, applicant must utilize
DOH-approved public water system if available.
2. If public water is unavailable, a qualifying alternative system may be used as proof of
potable water or an individual well may be used as proof of potable water subject to the
following requirement:
a. Chloride concentration of a laboratory-certified well water sample submitted with
building permit application.
3. If public water is unavailable, a qualifying alternative system may be used as proof of
potable water.
• •
6.) A vegetative buffer of 30-feet shall be permanently maintained from the top or edge of the
Landslide Hazard Area. All buffers shall be measured perpendicularly from the top of the
Landslide Hazard Area.
7.) A Geotechnical Report was submitted in conjunction with this application. The report
addressed the stability of the geologic hazard area. A setback of 30-feet shall be
measured perpendicularly from the top or toe of the geologic hazard to the proposed
proposed residence.
8.) PRIOR TO FINAL BUILDING OCCUPANCY, PROPONENT SHALL SUBMIT A WRITTEN
LETTER FROM THE GEOLOGIST WHO PREPARED THE GEOTECHNICAL REPORT
DATED FEBRUARY 22, 2011 STATING THAT THE STRUCTURE AND/OR FACILITIES
HAVE BEEN CONSTRUCTED IN CONFORMANCE WITH THE REQUIREMENTS OF
THE "GEOTECHNICAL REPORT." THE LETTER SHALL BE STAMPED BY THE
LICENSED GEOLOGIST/ENGINEER.
9.) Landslide Hazard Areas and their associated buffers shall remain naturally vegetated.
Should buffer disturbance occur during construction, the Unified Development Code
(UDC)Administrator shall require replanting with native vegetation. No alterations shall be
made to the Landslide Hazard Area or its associated buffer without prior authorization by
the UDC Administrator.
10.) Prior to and during approved construction activities, the perimeter of the landslide hazard
area buffer shall be marked with a temporary sign. The sign shall be placed in such a
manner that it can be directly observed from the construction area. The sign shall contain
the following statement: "Landslide Hazard Area and Buffer- Do not Remove or Alter
Existing Vegetation."
11.) All construction activities shall not encroach upon the landslide hazard area buffer. This
includes the storage or preparation of materials.
12.) The applicant shall permanently separate the boundary of the Landslide Hazard Area
Buffer from the remainder of the subject property through installing logs, trees, a hedge
row, or any other prominent physical marking approved by the UDC Administrator.
13.) Critical Aquifer Recharge Areas may require special protection measures to mitigate water
quality degradation. The submitted proposal does not require additional aquifer
protection measures. However, during construction the project shall follow the Best
Management Practices (BMPs) and facility design standards as identified and defined in
the Stormwater Management Manual for the Puget Sound Basin.
14.) The project shall adhere to the Best Management Practices (BMPs) to control stormwater,
erosion and sediment during construction. BMPs shall address permanent measures to
stabilize soil exposed during construction, and in the design and operation of stormwater
and drainage control systems.
15.) The project shall comply with Construction Stormwater Pollution Prevention (SWPP)
Elements#1 through #12 of the Department of Ecology's Stormwater Management
Manual for Western Washington to control stormwater, erosion and sediment during
construction. BMPs shall address permanent measures to stabilize soil exposed during
construction, and in the design and operation of stormwater and drainage control systems.
16.) Outdoor residential storage shall be maintained in an orderly manner and shall create no
fire, safety, health or sanitary hazard.
17.) Not more than 2 unlicensed vehicl•hall be stored on any lot unless totally scrilled
from view of neighboring dwellings and rights-of-way. Such screening shall meet all
applicable performance and development standards specific to the district in which the
storage is kept, and shall be in keeping with the character of the area. Screening shall
meet the requirements of Chapter 18.30 JCC. Outdoor storage of 3 or more junk motor
vehicles is prohibited except in those districts where specified as an automobile wrecking
yard or junk (or salvage) yard and allowed as a permitted use in Table 3-1 or Chapter
18.18 JCC, and such storage shall meet the requirements of JCC 18.20.100, Automobile
wrecking yards and junk (or salvage) yards. In no case, shall any such junk motor
vehicles be stored in a critical area.
18.) A minimum of two (2) on-site parking spaces shall be provided for the single family
residence.
19.) Setback from Adelma Beach Rd. right-of-way is no less than 20 ft., side and rear setbacks
are no less than 5 ft. If an environmentally sensitive area (ESA) is present, then the more
restrictive setback shall apply.
20.) Exterior lighting for residential uses shall not exceed twenty feet(20') in height from the
finished grade, excepting when such lighting is an integral part of a building or structure.
Ground level lighting is encouraged.
21.) Lighting fixtures shall be designed and hooded to prevent the light source from being
directly visible from outside the boundaries of the property. The intensity or brightness of
all lighting, during construction and after project completion shall not adversely affect the
use of surrounding properties or adjoining rights-of-way.
22.) Pre-existing legal lots of record less than one acre in size in rural residential districts are
subject to the stormwater requirements in Chapter 18.30 JCC and must meet the"Area of
Impervious Surface Coverage"to the maximum extent practicable as determined by the
administrator. Lot coverage is defined as amount of impervious surface, which includes
rooftops, driveways, concrete, etc.
23.) The building height is not to exceed 35 feet.
24.) The proposal shall comply with the geotechnical report prepared by Aspect Consulting
dated February 22, 2011.
Copy of the geotechnical report is filed in MLA10-00354 located in the Jefferson County
Department of Community Development.
• •
���•SON col JEFFERSON COUNTY
cr44 • ' 1j DEPARTMENT OF COMMUNITY DEVELOPMENT
~' ` 621 Sheridan Street • Port Townsend •Washington 98368
360/379-4450 • 360/379-4451 Fax
kqS 0 www.co.jefferson.wa.us/commdevelopment
8?N0
Master Permit Application MLA: ( C —3nL(
Project Description(i dude separate sheets as necessary):
K S- V ctu,N G,t --
Tax Parcel Number: 90/(57 G2/ Property Size: / 2Ud -'�' 'f'� (acres/square feet)
Site Address and/or Directions to Property:
te f�`
/ ram. r=/de//tr t c, 1 �n ( I, A.) ,-'-;r - 9g: 6
Property Owner(s)of Record: 'Co Cd rA Sc e,. ,< .-n��/`,,,/
Telephone: Fax: email:
Mailing Address: s • I e ofo-,,-e 6 .S
Applicant/Agent(if different from owner): c, ,-
,-e , 13, 5-40/'
Telephone: 5 6 69-. 3[Q/- /?..)`3 Fax:
email:
Mailing Address: 3 7/ R, s„4,n r/ ; /t
/ ' ,/ .'inn `/�•;�*c?i[� ir /•� 'Y��'y' 9 av:7 7
,2:7
What kind of Permit?(Check each box that applies ❑Lot or Road Segregation
'®Building 0 Critical Areas Stewardship Plan
k❑ Demolition Permit 0 Variance(Minor,Major or Reasonable Economic Use)
iCSingle Family 0 Garage Attached/Detached ❑Conditional Use[C(a), C(d),or IC]"*% 2 L_.
❑ Manufactured Home .0 Modular . - 0 Discretionary"D"or Unnamed Use Classification
❑ Commercial* 0 Special Use(Essential Public Facilities)**
❑ Change of Use ❑ Boundary Line Adjustment
❑ Address ❑Road Approach ❑Short Plat**
0 Home Business 0 Cottage Industry ❑Binding Site Plan**
❑ Propane 0 Long Plat**
❑Sign - 0 Planned Rural Residential Development(PRRD)/Amendments**
0 Allowed"Yes"Use Consistency Analysis ❑Plat Vacation/Alteration**
❑Stormwater Management 0 Shoreline Master Program Exemption/Permit Revisions**
❑Site Plan Approval Advance Determination(SPAAD)* 0 Shoreline Management Substantial Development**
❑Temporary Use ❑Shoreline Management Variance
❑Wireless Telecommunication* ❑Comprehensive Plan/UDC/Land Use District Map Amendment
❑ Forest Practices Act/Release of Six-Year Moratorium 0 Jefferson County Shoreline Master Program Amendment
*May require a Pre—Application Conference ❑Tree Vegetation Request
**Requires a Pre-Application Conference
Please identify any other local,state or federal permits required for this proposal, if known:
SEF 22 2010
/// DESIGNATION OF AGENT
I hereby designate oce,r , S„D r to act as my agent in matters relating to this application for permit(s).
OWNER SIGNATURE < Date: cl/C9 /10
By signing this application form,the owner/agent attests that the information provided herein,and in any attachments,is true and correct to the best of
his,her or its knowledge. Any material falsehood or any omission of a material fact made by the owner/agent with respect to this application packet
may result in this permit being null and void.
I further agree to save,indemnify and hold harmless Jefferson County against all liabilities,judgments,court costs,reasonable attorney's fees and
expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit.
I further agree to provide access and right of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application
review and an required later' i-ctions. Staffs access and right of entry will be assumed unless the applicant informs the County in writing at the
time of the ap li tion that h> .he wit prior notice.
Signature: Vila r � C��,
Date: / (Cl Ito
The action or actions Applicant will undertake as a result of the issuance of this permit may negatively impact upon one or more threatened or
endangered species and could lead to a potential"take"of an endangered species as those terms are defined in the federal law known as the
"Endangered Species Act"or"ESA."Jefferson County makes no assurances to the applicant that the actions that will be undertaken because this
permit has been issued will not violate the ESA. Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your
action(s)even jlf you are in compliance with the Jefferson County development code.The Applicant acknowledges that he,she or it holds individual
and non-transMr le r spopn . ill for a h rin to and co plying with the ESA. The Applicant has read this disci ime�a d signs and dates it below.
l Signature: v tit� dL. 111L ct 9 I(� toDate:
r_.,,,.. :'r'o.,...\144411F(IRT,fC±H114\TIP n Fr1D TIC\0..�.,...1-1111-,n_-.---\11r-......••_ •. . .• . ,.,,,,,. .
BUILDER STATEMENT
The signer of this statement does hereby certify that they are the Owners of the parcel referenced herein,that they are not licensed contractors and that
they will be assuming the responsibility of the General Contractor for the proposed project.
Signature: Date:
GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: PHONE:�y Fax:
,, ) , f e. - /' n S (360): ,/ - /`/w -1 6 ( )
MAILING ADDRESS: 3 7/ s 0,4r j,//jr/i. (-fi ,.,,,, ,r ,yr EMAIL:
CONTRACTOR'S LICENSE WAINS
NUMBER: BTS 1/06 CO 91 Df.,:c NUMBER
ARCHITECT/ENGINEER: PHONE ( ) FAX:( )
MAILING ADDRESS: EMAIL
Project Type: Frame Type: Bathrooms: Shoreline: Type of Sewage Disposal:
/R.'New %Wood Existing: ❑ Sewer
❑ Addition 0 Steel Proposed: J Bank 0 Community System
❑ Alteration/Remodel 0 Concrete Total: % Height: Individual System r-7
❑ Repair 0 Masonry SEP Permit# (0" I
% Demolition 0 Other: Bedrooms: Water Supply:
Existing: G) Setback: ❑ Private well 0 Two Party
T of Heat: Proposed: �_ 1$ Public
YID L Total: .2 Name of System: r fp
If this is a Commercial Project you must answer the following: ^
Number of Parking Spaces: Current: Proposed: Number of ADA Parking Spaces:
Number of occupants(includes owners,tenants,employees,etc) Current Proposed
IBC Occupancy: IBC Type of construction: Will you have Food'Service? Yes / No
If this is a Propane Tank and/or Appliance Installation permit,mark all items below that apply:
i igge,rgrOund Tank Above ground Tank Size of Pro amine Tank: .SCE
I Heat Stove i Cook Stove 1 Woodstove i Fireplace Insert (Hot Water TT1) i Pellet Stove 1 Other
Is this appliance being installed in a Manufactured/Mobile Home? Yes / No
When applying for a permit to install a propane tank you must also submit a site plan showing all of the buildings,all property
lines,tank location and size,distances from the propane tank to all property lines,buildings and septic system components,
including the reserve area.
h -*16 7,;4exn
S.uare Footage Current Proposed ,��� � h � '�;� r�.,�i� -- •. - ';v��-.��.
Main Floor Heated '_ j4' EH Bld App Review: ,_(3
83 A i� (J
2nd Floor Heated ';f: �`` Consistency Review: A ,3,
,a
Other Heated p' ,, �� .. Base fee: �/]
�` 111 A/ :-i
Mezzanine = "' 7 ' '/.�1}41�1/jl
" °Heated Basementx, ; Plan Check fee
b {
�Q
Unheated Basement State Surcharge fee: zi
SD
. Pot Water Review fee:
Other Unheated 1, tps-r-k�G wub
Garage/Carport SUBTOTAL
W • j, 0
Decks, o � ' 911/Rd Approach fee:
3�o y s 7. } (S,TQ1
Other ' al
� TOTAL: $ F' 1, I
Receipt Number: I l
9 ��� p 1 g
r
Cash/Check Number: � iI
ESTIMATED COST(REQUIRED) (p 3`j3 j . Date: /—.
•Fair market value of all labor and materials foundation to finish ' ��
.. k/ 10:). ------ Initials ( T
G;\PermitCenter\###FORMS###\DRD FORMS\Current DRD Forms\Master Permit Application 5-29-08.doc
• 440
Aspect piRmu # BL
(CONSULTING
February 22, 2011 FF lSON COUNTY BCD
Ms. Laura Southmayd
702 Adelma Beach Road
Port Townsend, Washington 98368
Re: Geotechnical Reconnaissance and Geologically Hazardous Area Considerations
Southmayd Residence
702 Adelma Beach Road
Port Townsend, Washington 98368
Project No. 070052-002-01
Dear Ms. Southmayd:
This letter report summarizes our observations made during a geologic slope reconnaissance
regarding the rebuild of the single-family residence located at 702 Adelma Beach Road,
Bainbridge Island, Washington(Site).Aspect Consulting,LLC(Aspect)performed the slope
reconnaissance in accordance with our agreed upon scope of work, detailed in our proposal
dated February 9, 2011. Our field work was performed on February 11, 2011.
We understand the proposed project will consist of a complete rebuild of the single-family
residence located in the central portion of the Site. The new residence will be located
approximately in the same footprint of the existing residence with improvements including a
new deck on the western(downslope)side of the new residence and an upgraded septic system
that will pump effluent water to the eastern(upslope)portion of the property. Based on
available topographic data and a review of the Jefferson County Department of Community
Development(County)maps,the Site is located partially within a mapped geologically
hazardous critical area.As a result,the County Critical Area Ordinance(CAO)restrictions are
being imposed on this project.
A geotechnical report is necessary to determine the underlying stability of the property,
address the County CAO restrictions,and to provide a design basis for the proposed
improvements.
Observations
Site Conditions and Topography
The Site is located on the west side of the Quimper Peninsula,southwest of Port Townsend,
Washington. The Site location is shown on Figure 1. The Site was comprised of a west facing
slope of varying steepness bordered by similarly developed residential properties to the north
and south,by Adelma Beach Road to the east, and by Discovery Bay to the west.A steep
beach slope existed along the western edge of the Site separating the upland and beach portions
of the Site. The Site consisted of two parcels with the eastern parcel occupied by the existing
residence and upland portion of the Site and the western parcel occupied by the beach cabin,
beach slope, and beach portion of the Site.
Aspect Consulting,LLC 179 Madrone Lane N. Bainbridge Island,WA 98110 206.780.9370 www.aspectconsulting.com
•
•
Southmayd Residence
February 22, 2011 Project No. 070052-002-01
The existing single-family residence and access driveway occupied the gently-sloping eastern
portion of the Site,approximately halfway between the top of the beach slope and the edge of
Adelma Beach Road.An older cabin structure occupied the relatively flat area adjacent to and
east of the top of the beach slope.
There was no formal toe protection at the base of the beach slope on Site.At the base of the
beach slope on the neighboring property to the south, an approximately 5-to 6-foot tall
wooden bulkhead was observed. Scattered driftwood logs that were restrained or anchored to
the beach to provide 'soft' beach protection were observed at the base of the beach slope on the
neighboring property to the north.
Topographically,the upland(eastern)portion of the property included slope inclinations
ranging from 15 to 20 percent with artificial landscape terraces between the existing residence
and Adelma Beach Road.The areas immediately west of the existing residence and around the
existing beach cabin were relatively flat. West of the cabin was a steep beach slope with
inclinations ranging from 85 to 100 percent with flatter portions closer to the toe of the slope.
The total elevation change across the Site was approximately 80 feet with the total height of
the steep beach slope estimated at 45 feet.
The beach slope and associated buffer area extending 30 feet east from the top of the slope on
Site is mapped by the County Geographic Information Services(GIS)as a moderate landslide
hazard area.The areas east of the beach slope buffer zone are mapped as a slight landslide
hazard area. The Coastal Zone Atlas(1979, Washington Department of Ecology, Coastal Zone
Atlas)maps the western portions of the Site as"Unstable"and the central and eastern portions
of the Site are mapped as"Stable".
Soils
Open test pits for septic design were observed in the upland area east of the existing residence
at the time of our reconnaissance. The test pits were typically 3.5 feet in depth and consisted
primarily of dense, brown to gray, slightly moist gravelly sand with trace silt to slightly silty.
Very dense, light brown to tan, slightly moist, silty sand with occasional seams of gravel was
encountered in the uppermost face of the beach slope. This stratum formed a near-vertical face
in the upper 6 to 12 feet of the slope on the subject property and adjacent slopes. Probing with
hand tools on the upper flat area near the top of slope revealed very dense soils within
approximately 2 feet of the ground surface.
In-situ soils in the lower slope could not be directly observed on the subject property, due to
the colluvial soils and landslide debris cover; however, intact soils were observed on nearby
neighboring slopes. These soils consisted of dense, interbedded sand, and gravel layers with
minor quantities of silt, at bedding angles ranging from horizontal to 35 degrees.
Sediments on the beach face consisted of gravel, cobbles, sand,and scattered boulders. Hand
probing the beach soils revealed very dense or hard soils at less than 12 inches depth.
Surficial sediments on the Site were mapped by Schasse and Slaughter(June 2005,
Washington State Department of Natural Resources, Geologic Map of the Port Townsend
Page 2
• •
Southmayd Residence
February 22,2011 Project No. 070052-002-01
South and Part of the Port Townsend North 7.5-minute Quadrangles,Jefferson County,
Washington)as glaciomarine outwash of the Everson Interstade of the Fraser glaciation. The
published mapped unit of Everson Interstade glaciomarine outwash is consistent with the
results of our reconnaissance Site.Hand probing with a steel t-probe typically revealed dense
to very dense soils across the Site, indicating the soils appear to have been glacially
consolidated.
Drainage
No distinct natural surface water drainage features were observed on the Site, and the Site
vegetation did not suggest perennially wet areas. Observation of the neighboring beach slopes
did not reveal any uncontrolled runoff or seepage within 1,000 feet of the Site at the time of
our reconnaissance. Observation of the upland areas surrounding the Site, constrained by
limited access, did not readily reveal any significant groundwater springs or seepage within
1,000 feet of the Site.
We did not observe any Site drainage extending down the beach slope,but scattered 4-inch-
diameter corrugated drain lines were observed descending the neighboring beach slopes. The
drains appeared to originate at the houses located on the upland bench and extended to the toe
of the slope. Water was not flowing through the pipes at the time of our reconnaissance.
Vegetation
Vegetation around the residence area consisted primarily of grass lawn and landscape plants.
Vegetation around the cabin area consisted primarily of fir trees and a moderate groundcover
of salal and black berry bushes.The beach slope was vegetated with small (less than 6-inch-
diameter)alder and cedar trees,blackberries, ivy, salal,and other bushes. Mature fir and
madrona trees were present along the top of the bluff at the subject property and neighboring
properties. The mature vegetation near the top of the beach slope typically exhibited little to no
trunk curvature while vegetation on the face of the beach slope exhibited moderate trunk
curvature.No hydrophilic(water-loving)vegetation was observed on the beach slope.
Landslide Activity
A small surficial landslide occurred on the beach slope approximately 5 years ago and
damaged the existing beach stairs. The Coastal Zone Atlas indicates isolated small areas
mapped as"Urs"or Unstable Recent Slides are located along the beach slope approximately 1/4
mile south of the Site. The results of our reconnaissance indicate the Site beach slope has
isolated areas which lack established vegetation and is susceptible to shallow, surficial slope
instabilities and an increased rate of erosion.
Seismic Design Considerations
The Site is located in a seismically active area and is prone to seismic hazards such as
amplified seismic response and seismically-induced landslides. The Site lies approximately 10
miles southwest of the Whidbey Island Fault Zone, a shallow crustal tectonic structure that is
considered active(meaning it has the potential to cause earthquakes in the future)and is
capable of producing earthquakes of magnitude 7.0 or greater.The recurrence interval of
earthquakes on this fault zone is believed to be on the order of several thousand years. The
most recent large earthquake on this fault is believed to have occurred about 3,000 years ago.
Page 3
• •
Southmayd Residence
February 22, 2011 Project No. 070052-002-01
The Site also lies within the zone of strong shaking from subduction zone earthquakes. The
recurrence interval of these earthquakes is thought to be on the order of about 500 years. The
most recent subduction zone earthquake occurred 300 years ago.
Deep intra-slab earthquakes also occur in the region every decade or two, including the 2001
Nisqually earthquake. These earthquakes are generally less severe than the shallow crustal and
subduction zone earthquakes but have the potential to cause damage to older structures built
before modern seismic codes were enacted, and those in liquefaction-sensitive areas.
Based on the stratigraphy and visual reconnaissance of the Site, it is our opinion that
earthquake damage to any proposed structures founded on a suitable bearing stratum would
likely be caused by the intensity and horizontal ground acceleration associated with the event.
Per Chapter 18 of the 2006 International Building Code (IBC),maximum peak ground
acceleration without a specific Site study is 0.32g.
Surficial Ground Rupture
The Site is located southwest of the Whidbey Island Fault Zone. The recurrence interval of
movement along this fault system is still unknown, although it is hypothesized to be in excess
of several thousand years. Due to the suspected long recurrence interval and offset of the Site
from the previous rupture surface, surficial ground rupture is considered to be low during the
expected life of the Site improvements.
Liquefaction
Due to the inherent density and grain size distribution of the geologic strata mapped and
observed at the Site combined with the absence of continuous groundwater conditions,the
liquefaction potential for the soils at the Site is considered low.
Ground Motion
Using the 2006 IBC criteria, in lieu of deep Site-specific subsurface data,the Site would be
characterized by a Seismic Site Class D. The mapped, maximum considered earthquake
spectral response accelerations for short period(SS)= 1.175g; and for 1-second period(Si)=
0.431 g. Site coefficients for this Site are Fa= 1.030, F„= 1.569. The maximum considered
earthquake spectral response accelerations adjusted for Site class effects are Sds=0.807g, Sd1 =
0.451 g.
Erosion Hazard
The soils encountered have a slight to moderate erosion potential when exposed during
construction. The erosion risk increases on sloped areas,whether natural or excavated during
construction. Areas outside of the proposed construction area have low erosion potential due to
the well-developed vegetative cover.
Landslide Hazards and Mitigation
Three types of landslides are common to the area, rotational landslides, surficial or debris
landslides, and toppling or spalling of intact soil blocks from steep bluff faces. These slides
may be triggered by natural events such as, extended heavy precipitation or an earthquake, or
by manmade features such as broken water pipes or improperly managed stormwater flow.
Page 4
r • •
Southmayd Residence
February 22,2011 Project No. 070052-002-01
Rotational Type Landslides
Rotational landslides consist of deep-seated failures that typically involve slip along a curved
shear plane. Rotational landslides may transport large masses of semi-intact soil downslope,
resulting in alternating steep headscarps along the upper portion of the failure plane,with more
gently-sloping benches composed of displaced soil. We did not observe any signs of recent,
deep-seated rotational type landslides during our Site reconnaissance.
Surficial or Debris Landslides
Surficial or debris landslides consist of sliding of the weathered colluvial soil layer and
overlying vegetation that typically mantles steep slopes. Surficial slides commonly result from
a significant increase in the moisture content within the upper weathered soil layer on slopes.
Increased moisture typically results from periods of extended,heavy precipitation,
groundwater seepage, or concentrated surface water discharge onto a slope. Slides that occur
within the upper several feet of weathered soils typically do not extensively impact the
underlying, parent soils. The steep beach slope exhibited potential for surficial instabilities due
to areas devoid of vegetation, isolated areas of near-vertical grades,the lack of formal toe
protection, and known landslide history on Site. Any surficial failure would likely be limited to
the upper colluvium soils and not affect the overall slope stability or the proposed
improvements.
Toppling/Spalling
The third common type of failure consists of toppling or spalling of blocks or slabs of
relatively intact soils that have been fractured or undermined by erosion. This occurs where
soil stress has been released on the face of the bluff due to erosion or past landslides, and
tension fractures develop parallel to the bluff face. Roots and groundwater penetration loosen
the blocks until the toe erodes enough that support is lost. Failure of this kind of landslide
generally involves a slab several feet thick and these slabs typically fail along high angle
(typically near-vertical)planes. Minor spalling may occur near the top of the beach slope
where the slope exhibited near vertical inclinations.
Slope Stability
We observed evidence of shallow colluvial landslides on the Site beach slope and on properties
to the north and south of the Site.The last slide on the Site destroyed the existing beach stairs
and knocked down several trees on the beach slope.Debris from the old stairs,tree trunks and
loose sand and gravel soils were observed on the beach slope at the time of our reconnaissance.
An infinite slope analysis was prepared for a line from the edge of the proposed residence and
the base of the beach slope. Using conservative strength values for the underlying strata of a 35
degree effective friction angle and 50 pounds per square foot effective cohesion. The factors of
safety against sliding that would affect the proposed residence were 1.65 and 1.18 for the static
and seismic cases,respectively.A seismic coefficient of 0.16g derived by methods presented
in Chapter 18 of the 2006 IBC was used for analysis of the seismic case.These results indicate
the areas around the proposed residence are stable under both static and seismic conditions.
Page 5
• •
Southmayd Residence
February 22, 2011 Project No. 070052-002-01
Conclusions and Recommendations
Our reconnaissance, observations, slope stability analyses, and understanding of the proposed
work indicate that,from a geotechnical standpoint,the project Site is feasible for the proposed
development. We did not observe evidence of slope instability which would affect the
proposed residence or evidence that the proposed residence would negatively affect the nearby
slope stability. Based on conditions present at the time of our reconnaissance,we consider the
beach slope to possess a moderate risk of surficial landslides and toppling failures and a low
risk of deep rotational landslide failures occurring during the life of the project. The rate of
retreat of the beach slope(the rate at which the slope face is moving landward)is estimated at
4 to 6 inches per year, averaged over many years.The proposed residence location currently
has acceptable factors of safety against landsliding using very conservative soil strength
parameters and an estimated 160 years before the slope retreat would impact the proposed
structure such that mitigation would be needed. The actual retreat rate will typically be
episodic,with no observable movement for a number of years punctuated by loss of several
feet or more in one season. If good surface water control, shoreline protection, and slope
management practices are not followed,the rate of bluff retreat will increase. Beneficial
vegetation on the slope will help reduce the year-to-year erosion of the slope soils, and will
ultimately create fewer landslides.
Surficial Landslides
The most likely impact to the Site from a slope stability perspective would be shallow debris
landslides as a result of saturation of the near-surface,weathered, and colluvial soils on the
beach slope. Slides of this type are typically limited to the weathered soil unit within the outer
2 to 3 feet of the slope and do not have significant effect on the underlying geologic units. The
effects of a surficial event may result in the loss of portions of the yard, but it is unlikely to
affect the proposed residence.
To help mitigate these possible surficial events,the following recommendations apply to the
mitigation of shallow debris landslides that are a result of saturation of the near-surface and
colluvial soils on the slope.Factors that affect slope instability within the near-surface,
weathered soil layer include the following(D.H. Gray and A.T. Leiser,Biotechnical Slope
Protection and Erosion Control: Van Nostrand Reinhold,New York, 1982):
Root Reinforcement:
Roots mechanically reinforce a soil by transfer of shear stresses in the soil to tensile
resistance in the roots.
Soil Moisture Modification:
Evapotranspiration and interception in the foliage limit build-up of soil moisture.
Buttressing and Arching:
Anchored and embedded stems can act as buttress piles or arch abutments in a slope,
counteracting shear stresses.
Page 6
` • •
Southmayd Residence
February 22, 2011 Project No. 070052-002-01
Surcharge:
Weight of vegetation on a slope exerts both a downslope(destabilizing)stress and a
stress component perpendicular to the slope,which tends to increase resistance to
sliding.
Root Wedging:
Alleged tendency of roots to invade cracks, fissures, and channels in a soil or rock
mass and thereby cause local instability by a wedging or prying action.
Windthrowing:
Destabilizing influences from an over-turning moment exerted on a slope as a result of
strong winds blowing downslope through trees.
Root reinforcement, soil moisture modification(reduction), and buttressing and arching are
enhancing slope stability at the Site. Surcharge,root wedging and windthrowing will have a
net destabilizing effect.
Other sources of surficial slope instability include improperly managed storm and surface
water runoff flowing near or over the top of the beach slope. Soil or landscaping debris should
not be deposited on the beach slope as this exacerbates conditions that lead to shallow
landslides. Thick piles of debris prevent growth of plants that are beneficial to slope stability
and allow build-up of perched groundwater.
Water Management
We recommend implementing good surface water management practices.This includes
ensuring that all stormwater from hard surfaces such as roofs or the driveway is collected and
transmitted to a County approved location. Stormwater management through infiltration into
the sandy soil strata on Site would be acceptable provided the zone of infiltration is located a
minimum of 50 feet from the top of the beach slope.A geotechnically preferred discharge
point for stormwater would be at the base of the slope via hardpipe tightline if allowed by
County code. At no time should water be allowed to flow over the top of the beach slope. All
drain lines should permit water to flow from top to the approved discharge point without
collecting in low points in the line.The outlet,if at the base of the slope, should be located
where it will not cause erosion of the slope and meet Department of Natural Resources permit
regulations.
We recommend inspecting existing drain lines each fall and replacing damaged lines before the
start of the wet season. Lines can be checked by adding water at the top and determining if the
water makes it to the outlet. If the full amount of water does not make it to the end of the line,
a line leak or break is present and the line should be replaced. We recommend that all lines be
suspended or restrained by a steel cable rather than allowed to hang from their own weight.
When it is time to replace any existing drain lines, consideration should be given to using fuse-
welded high-density polyethylene(HDPE)instead of ABS. The HDPE lines are much more
durable and UV-resistant than corrugated ABS.
Page 7
• •
Southmayd Residence
February 22, 2011 Project No. 070052-002-01
Site Preparation
Site preparation within the proposed construction area footprint should include removal of all
debris and any other deleterious material. Additionally, all topsoil within the proposed footing
areas should be removed.The on-site soils contain a slight amount of fine-grained material,
which makes them potentially moisture sensitive and subject to disturbance when wet.The
contractor must use care during site preparation and excavation operations so that any bearing
surfaces are not disturbed. If this occurs,the disturbed material should be removed to expose
undisturbed material.
All footing excavations should be trimmed neat and the bottom of the excavation should be
carefully prepared.All loose or softened soil should be removed from the footing excavation
prior to placing reinforcing steel bars. We recommend that footing excavations be observed by
the geotechnical engineer prior to placing steel and concrete,to verify that the
recommendations of this letter report have been followed.
If footing excavations are open during the winter season or periods of wet weather, it may be
helpful to provide a layer of crushed rock or gravel to help preserve the subgrade until the
placement of concrete. If gravel is used to protect the bearing surfaces, it should meet the
gradation requirements for Class A Gravel Backfill for Foundations,as described in Section
9-03.12(1)A of the 2008 WSDOT Standard Specifications.
Foundations
Although current plans are conceptual,the following general foundation criteria are provided.
Conventional shallow contact foundations such as spread footings may be used for building
support of the proposed residence. Bearing surfaces for the footings should be prepared as
described above. Based on our reconnaissance, we estimate the adequate bearing strata
typically consisting of dense, brown to gray, slightly moist, gravelly sand with trace silt to be
roughly 2 feet below the existing ground surface in the vicinity of the proposed residence
footprint.
We recommend an allowable foundation bearing pressure of 2,000 pounds per square foot
(psf)be utilized for design purposes, including both dead and live loads for the proposed
house. An increase in the above-mentioned bearing pressure of one-third may be used for
short-term wind or seismic loading.Perimeter footings should be buried at least 18 inches into
the surrounding soil for frost protection; interior footings require only 12 inches burial below
outside grade. However, all footings must penetrate to the aforementioned unyielding bearing
stratum, and no footing should be founded in or above yielding/loose or organic soils.
We estimate the total settlement, including both elastic settlements and long term
consolidation, of the foundation designed in accordance with our recommendations will be less
than '/2-inch.Differential settlements can be expected to be less than half the total settlement.
Our experience indicates the majority of these settlements will occur during construction.
Wind, earthquakes, and unbalanced earth loads will subject the proposed structure to lateral
forces. Lateral forces on a structure will be resisted by a combination of sliding resistance of its
base or footing on the underlying soil and passive earth pressure against the buried portions of
the structure. For use in design, an ultimate coefficient of friction of 0.45 may be assumed
Page 8
• • •
Southmayd Residence
February 22,2011 Project No. 070052-002-01
along the interface between the base of the footing and subgrade soils. A passive earth pressure
of 450 pounds per cubic foot(pcf)may be assumed for native soils adjacent to below-grade
elements.The upper 1-foot of passive resistance should be neglected in design. The
recommended coefficient of friction and passive pressure values are ultimate values that do not
include a safety factor. We recommend applying a factor of safety of at least 1.5 in design for
determining allowable values for coefficient of friction and passive pressure.
Drainage Considerations
All footings should be provided with a drain at the footing elevation. Drains should consist of
rigid,perforated,polyvinyl chloride(PVC)pipe surrounded by washed drain gravel. The level
of the perforations in the pipe should be set approximately 2 inches below the bottom of the
footing and the drains should be constructed with sufficient gradient to allow gravity discharge
away from the house. Roof and surface runoff should not discharge into the footing drain
system but should be handled by a separate,rigid,tightline drain. In planning, exterior grades
adjacent to walls should be sloped away from the structure to achieve proper surface drainage.
Adequate seepage and surface water drainage control in the vicinity of the building
excavations will reduce the amount of overexcavation of disturbed soils that may have to be
removed from subgrade and foundation areas.
Critical Areas Buffer Considerations
Based upon our Site reconnaissance and the results from our slope stability analyses,the Site
can be developed as proposed provided no alterations are made within the current steep slope
buffer which extends 30 feet east of the top of the beach slope and any infiltration facility is
located a minimum of 50 feet from the top of the beach slope.
Additional Project Design and Construction Monitoring
At the time of this letter report, site grading, structural plans, and construction methods have
not been finalized and the recommendations presented herein are preliminary. We are available
to provide additional geotechnical consultation as the project design develops and possibly
changes from that upon which this letter report is based. We are also available to provide
geotechnical engineering and monitoring services during construction. The integrity of the
foundation depends on proper site preparation and construction procedures. In addition,
engineering decisions may have to be made in the field in the event that variations in
subsurface conditions become apparent.
Limitations
The conclusions and recommendations provided above are based on the information collected
during our reconnaissance. Within the limitations of the scope, schedule,and budget; our
services have been performed in accordance with generally accepted geotechnical engineering
and engineering geology practices in effect in this area at the time our letter report was
prepared.No other warranty, expressed or implied, is made. It must be understood that no
recommendations or engineering design can yield a guarantee of stable slopes. Our
observations, findings,and opinions are a means to identify and reduce the inherent risks to the
owner.
Page 9
• •
Southmayd Residence
February 22, 2011 Project No. 070052-002-01
This letter report was prepared based on a geologic reconnaissance of the project area and was
prepared for the exclusive use of Ms. Laura Southmayd and her agents with specific
application to the project Site.
We are able to offer further assistance with this project, if desired. Please contact us to
coordinate these activities.
It has been a pleasure to provide these services to you. If you have any questions, please do not
hesitate to call.
Sincerely,
Aspect consulting, LLC
IN
`11aN.AL I\ r � '✓�
j
John L.Peterson,PE Andrew J. Holmson
Senior Associate Geotechnical Engineer Senior Staff Geotechnical Engineer
jpeterson(u),aspectconsulting.com aholmsonLaspectconsulting.com
Attachment: Figure 1 —Site Location Map
Figure 2—Site Plan
W:1 GEOTECH1070052 Southmayd ReconnaissancelLetter Reportlteb22.doc
Page 10
• r
'''. . , I J it , ' i, ' _
l4,\� ., r• / t,
"",b rti' !; ! F `3 • \ ,. 4 29 . - IBM!2IT -
Ir ' _
D�scoveiv Say _
r camp meeting o`y ,� - u_ a1 7. t r"n`���J
t _
E 'AREA �'�' 32 / \\ \;`
R Four Corners 3 Z r�o � �
• \,e •J �✓ r % •L;ras&rP -
��
Site Location li : 4
cri !iI:1 r i
` /^
o
`J , ./- t
I
' , O
.t ,,•, i i `�
t 30,, Y y
�r 3' 4 .
r T — 1
{1 i o .
'11I ' '' r' _\ + l /
�r
ys(( 1 6/1)
�/M • $
Y
"k; r
_
'a�•</!aIN Point N +�C,i 1. Atti[3ER 0` LAKE m
J E
- 0 .. 2000 4000 i ,!. t
Pil� ) L I s _ , - _ o
rr
Feet Wood .v; ( •\� S TA rE PAR CO
Site Location Map wFebruary2011 PROJECT NO. S
pect °.. 070052
4111iS
rf AJH
co SULTING Southmayd Residence °ww"pM6 FIGURE NO. 1-6702 Adelma Beach Road, Port Townsend,Washington ""°`°" _ 1 �?
a
• I
6MP'ZO-Z4OOLO\ZO-660Z\aouap!SeH pAewylnoS ZSOOLOWnaloa9\:o
0b" 2 N z
0
m
\--'1 1 : • / 1 —to:, .5 r„.
... . , sq 9 71
.); N . . N. 7.5),. .--1, •
0 _ .;
: j
t... 14 fk.2 . -.I •
•
m
t
CD a
Oo•
o. x</, E 49� 0` c:• ci
ci-
� QCO 1 � • — E o
3. CO _c x
p0 co
• a c c0
. , r__-...--* f\`) ln VI 3 . MO v• . >
tr3 CD
co
co14 i I'f
..,„...$04 e' _N 1 ' .:"))4
4.
O"y {p ?` 'co
el . � f
COc( • �— 0
CQ �.•- A� � �W.y. 1 co 5 Z
I is469
c +ate_ -�
a �—
C.'as N o 2
N asAP' 0
-y a
mo . est property Boundary
p G
n N.
LJ 4ti (^' - 'r p --.Z..... c9' 15,
ca\:,,,s,....... Z'
CD. a-:
• a
COm
5
U
'�iryQ•'•} � o—
•
+i • CC
MLA10-00354
likUILDING PERMIT APPLICAON Review Type:I
Jefferson County Department of Community Development
621 Sheridan Street Port Townsend, WA 98368
PERMIT #: BLD10-00338 Received Date: 9/22/2010
SITE ADDRESS: 702 ADELMA BEACH RD
PORT TOWNSEND, 98368
OWNER: LAURA C SOUTHMAYD PHONE: 360-385-1387
702 ADELMA BEACH RD
PORT TOWNSEND WA 983689282
SUBDIVISION: Block: Lot: T 29
PARCEL NUMBER: 901051021 Section: 5 Township: 29 N Range: 01 W
CONTRACTOR: BISHOP BROTHERS CONSTRUCTION PHONE: (360)301-1979
LOREN BISHOP
371 BISHOP HILL RD
CHIMACUM WA 98325
Contractor's License BISHOBC093D6 Expires 1/11/2011
REPRESENTATIVE: PHONE:
PROJECT DESCRIPTIOP NSFR TO REPLACE EXISTING SFR
TYPE OF WORK RES SQUARE FOOTAGE:
TYPE OF IMP NEW MAIN: 832
VALUATION 68,373.00 ADD'L: HEAT TYPE: EEE
CODE EDITION: 2009 HEAT BASE: HEAT TYPE:
OCCUPANCY: R-3
OCCUPANCY: UNHEATED: #OF STORIES:
OTHER:
CONST TYPE: 5N GARAGE: SHORELINE:
CONST TYPE: DECK: 320 SETBACK:
BANK HEIGHT:
SEWAGE DISPOSAL: ALT
WATER SYSTEM: PUD
BEDROOMS: BATHROOMS:
Exist: 0 Exist: 0
Prop: 2 Prop: 1
Total: 2 Total: 1
Routing Date:
(� _
-1
Type Amount Paid •'iv: Date: Receipt: Approved/Date
Permit $776.75 LYK 09/22/10 120118 APPHOVED
Plan Check $504.89 LYK 09/22/10 120118 Q+
State Building Code $4.50 LYK 09/22/10 120118 MAR J 2U1,
Total: $1,286.14 Jefferson County Planning
& Building Department
• •
24'-0"
2'-10" -0" 2'-2 •
SLIDER SLIDER
5'-0" x 2'-0" ♦ ♦ 5'-0" x 2' )"
II LI I'---. II iF-- I / $
i
9'-8 t t
c.
I 2-0 II W
N x x Vz" 1 f al
8-6 _ o
�• ®m I O O I O
O A _ O ro O_
-i� m m -1 CO (T
Q1 O 7C m Q 0 O(n
o O\ o OI O I' O x0I
M O\*A O N O
.X
f 11
/ o CLOSE I Io
W
N N W
0 m e I
N
/ \ o
rn
I• ® O
,
T 0o S A
I
�M C MICRO FAN REF a
-
6"1-
• ' 4- �
cO 10-0" '-Oa 6'-4
? h
oI
cn 73 ••cr, , 1.
O
0I r 42" TALL WALL , r'
J O O° Z
r m
zrn z ram`-IO X U •
{ Z ZLA. SGL. HI x W
O -1 o
�7 rn -C m o
' 2'-3v2 I x Zl C S.
'`I 0D 0 , 07
O? EP a I =C 0
Wi I m
�c r
rn rn rn
0 0I. D 1 D Z o
O Z N
1 m_ I
N r o 0 V
N
I O
W � K Z K
I x X m
Crl
u
1 •
r� 5'-3" 4'.0" _ _ 5'
f I I �, h I II • • I
3'-0" x 2'-0'A A3'-0" x -0"
PICTURE col PICTUI'E
- -
16'-0" 8'-0
24' ,"
n
i
E
71
1
� 3..:-.
1 '
1 Ll i
14.
r51 a
i o�XI
m 3
1 9
_
-
� 1111
O �° 'n x-
o
tiepunogadojd iSe c
gm
m m cn
I
--, ').-) _ Allitl
73
CO
*3. : X
--N-4\\
iif*-1
�rn
w7-'0 - . as,z -7a
n \ _ O. ,. IA. I 0
—
4111
co
! G � 1
y 6 _ _ _ " ., b
03
�' `�. 4 N �O N
-2 -8 '
a) cn •1.d�♦ .lbdEI • m
m
w° o u`
ci
°' Q .ot• o
CL
z� cn
rrri "c° rp \ w -gyp
o02 �
40t► _} , a
_, m °Cj
to
it
•744 lk* Nor � � Al'
LE.
4,...440 N11.44,3 1. )(( -g.
oC
•
* -z.n
co
"-'1.. \ , ,_'
3 G•' , J 'd N
�� �
10 Q s N
t Fri
Ae
-t, ry co
-,
J. �j \
M
Zw �v-AcyR
Oq0 •
G.o
101) ca
o
z.
3 Y i : s. TI
.?4;
1 /
17
TTI
r ,1 � st N M
/„/
� x r
J ��
c7 �.��, t+o "b 0 m L-
,c5.,. c...... 4Ikc' a P_,,g
X
)c.);.E 1 =-
_co 1.„, _ , ....._
....... .4.., G,
c
f
...
•
• • ,. . . .
. .
. ' • , •
•
. . ..
. . • • • . . . , ,... . . . i :
. • . •. .
. . .
.,. i .....T. ., i- *. , . •v , !'.., • , ,•r ..., .,;„.,_-....- .., i•r••,,---4: , - - : • 1,_,.- " -- : i'" k • ' 1 . : . it • I •
. i 11 -1. ' !: •;I '''''. '''''''---'.. .,! 1 : 1 ,1• ' 'i I • . 1.1
,1 ,„..7__.q,_,;._.;._.,..--..T, • ,s,,.. -• ,'-,z 7.--••';,:;'.;: ii:77-'::.;—.-;:'•.^ —.:.-----;;'7:777. '..:1—...'—,‘. . 4: :::31‘ :. -I ,. ... 11 ; ----.'"li.77;11:—.--. 1 1; . "7 Ht..—— I.— 'I'. —;i.,-. 1---.1 --.,:c''': - T -. --. .
,
. 1.:.—..,. ....., . ..
" •• __ ••
•
. .
. . .. , •
. .
. . . . . _
• .
.: . . .. ..... _____________0/c/ 1,//1,/ • • • ..
. \ _ —_________ • . ..,... .
. - --- --- . . . •
• .... .
Q., ,z), . • . . .
. .. ...... .
• •
. . • •
t.r1
1--- • .
' '''..."•••\\ 7 (t) --Q),.. .
, (-I) .. . •
..1 :. ..! -,:.-:. • • 03 ' s) . . ' - • • ' .. . ,
- 03 •,,,, 3 . ..
1 3, : i • 0, c4 Q- . , .
. ..a. 0 t'• . ' . • . ,
cp .
! • ....
• -,, . . .
. . •
• ' kiepuno9 Aliodoid1;: ;
• cr CD .
• ' " -•,-''.-----, , CD ?< ''D\A rl
i . 't-,•::• ', " SD CI) .
....
•,+- . . cr (D •
-i •' •;" ' , • c'.7. -/),.)
. .
1 t ••• (7N "? ---'1"-1/-5j-- /••••••,1 1 cs•405 )'2!
. •
•
• • -- i .
• e --D-.5)79`-k
••• •• .- . , , i ,
.• Gt).- ' ' .
•/ • :
11 1..i....:____\::,...„---'_,.., 5.7 • • _,),,a s...A-A-,./
• -,L c6 ., • : ' • • Rai •'• * -'' •• .• • :JD. .
'. • .
. . -:" ' • - - . -.. . '',,,,• 'N'- ' , ' Ean„,;:ii . - . '
, .. • • '
.• ' • .:.-, L..' .N.N,,' NEVI .
. i • - . ,z, a (81 _),?..vo, 4.6. ;s,sr.,: ' • , . ....i. r " . .. , _1€7..., , ‘--c•- '
•‘ ' -.1 ''''; .....• cr.(.0. " 1-1 •
, L• • ' ' • ‘49‘"C . ,. . Ilti? ,, 74 l' Y
§
r 1,4. '5 4.
1...
. :
••
• , 3.:..;,,;• . • _-_2_ .'' ,4;- ..
::• • ''s 1 .
';';.:.:,..; J. - h •
KT.- - . •:••'!::...;;;;:(;,;.,;;;••,;:.",,q•••.`•::- e;
) . 70' ;1 • , •
• — 7 •.-.t .- . 7•-) .
, ....-- 7. ,... '6 'L' • .
' 't k's,fr'- ' CY) • • '.- -i--•••-:•• '70 - ..' .-0-----• ' ' • ' -->- . O
. • H- ' 9- C. 00 34 0 ' @
t\ fl • 7-D- , = 1 .-1, ,../
0 . • 0. X' 611 ' (/) . '
C• ?,. .8 ---/-' na ,'S------ NI --7. (I)
: . •1 .,,..,_:_,.:ii -,.... 5 i••A ..... . . •
' • • •• . \"7". . 5 . .
: ; •.',... 2;.' 73 • •
3 ; Aor• ,.7.
.. si •
• f' '-- ..._ . ..
.•••• "'..--.:1:'1:/,,, a, ?< . - . (A• 4APIIP" NoverilearAw.," , -----i . .' --- . . •
. ,..1 _ ' *-6
• ., c..- i''. •.!-- L. - . . . rt,„02 •..110 . , iii _ ...... ,j1
• .."
' g3c N 1-5" ••• ti Clil•
Olarq.00111.11.11..""lia.1-k I .
raid111111111111 IIIIIIII 11131.1112121111111111111.111111111.1 1 ilk. ,
• .. . —, •-.1
,..
.,..•,..,.;___:_. . mea i ' •I. :
Ct. ; ,t., a• .:. 4 w g•
q '; . , • . =. . ----/- -t) ;,...---
r4. ..-. :r:.-.:... , ..‹ . .z cra • • ' 114
ra- -.". •:. ; • '. .i, . • ft, 'i . \wxr-ri 9 a CrI .•• • -
• . mimpopmmismalmol"'"1""11.11 7_,,, F, •ca, .5 --) •'-- ••
• . . , .
• , hi• .2. : .
• ..t,.. . •• '`••••.._ • • iia Ce _4/ ' 7., _
. I - • .lb
ei. „..
. . ,a) •
. co •
. • • .
• ... . ... czyg„ _.Hz. ____
. \ •
•D• •3' 4. . . .
' . I
(.17 • ,• , , 9
. •'I • CI' . • • •• • l =11
n •
• et. . -3-;
.,
CD N) • LA
''' t '; t•., •0 * . ....( FI•
. ...
... . . . ...
• ,6: 5x
. . . ....:... ,.)1_ • ..:,:. • . 1_,•.. ,:, -0. 8 • : m (I'' .. ' 13
c), ci
(:-2k) --...)
,• .
.-x- • . -•,p • cid,
. •
, a)
- 1-"---71----77•47i • • to '4w/ty) • 'c:: . -, = --,,
• ,.. •... ,-1.-I N\. .. — 5". .
• .'
,
'Ll •.
- ,-
• . o / 0, 90/)..,' • o.,
. :••-•--4"-•,--.1 a . • woo, CD
•-,
. . . •r-,•-•:,
; , ........34 .
1'
.
• .
44 . ' . •
4 pt. •
, . .• • ,--. tz•vir 1 . .
, , . :.... ....,.....„.... R Ai
.IYo„i 0 -, • • . ,
1 : : ;• 1 i 3 .
- 4 .
. • . . „„,„,
I .... - ""'• ''--, •g g
) .. , 1 • A' . • . = m c rr ‹--
1 ---"'., zi
2..@• -
7 A , ••••••
8 ,., c) ......„
••••;;:wee3 I
( -
li .E:3
..,.._.
—.5-
0 - •
,,,I ..........**7
..,.......
z (---
\ '—') -0 a-- . , N‘' I I .. .. •
. P' '1 0 r\l (N-• — /// > .-. :
D • ,, • , 1 --S. , (-- -- ,Z. u j :I- )') ----
70 ',..--..-:1-.',•-... ...1•••••=,
P. 1 . !I : . ••• 0.- k, k I) 0 0 c:3 0
/
_ .
, •
C...)
-"I (r\
-1,
, .
; ;,1 ' '; 1 •! • c.r) 17S. ' - ,., •
1.
•i,---ttl•7.71.7:-Jr.". ,„,;:,•:. • —0 ;
P ---4,
, . 1---) . . .E-,• (1-- - :::::„-,,t-::
N., . . •r r • '
) : •1 ' . 1 ' TT-1-7:—T—T— r I . ;,•. I L. ....... ...4._ . ..:.,.....—m:•--,—;...---I—...1-1- -;--- •-.1 ---. -1,r-r-;' ; ' • 1 i I ' 1 . ; ;• .
• 1, • ‘ ,
4.4.••••iti.t..._..4:4_4,,Litillt-,:il__•••—••-- ... , •.•
...
.„ •
•
• • •
• •
• •. . •
. • .
.... , • •• .
...._ • • . .
. .